Abstract:
Retaining walls are categorised into several types, of which cantilever retaining walls are the
commonly used retaining wall type. The stability of these walls should be ensured for its longterm
use without any anticipated failures. A retaining wall can fail due to four main failure
mechanisms: sliding, overturning, bearing capacity, and deep-seated failure. Shear keys are the
structures incorporated in the cantilever retaining walls to increase their resistance to sliding, thus,
increasing the Factor of Safety against sliding. The development of passive earth pressure due to
the soil in front of the shear key will generate an additional resistance against sliding.
This study aims to identify the optimal location and depth of the shear key to yield maximum use
from it. Both the theoretical approach based on limit equilibrium and numerical modelling have
been adopted in the analysis. Limit equilibrium analysis was carried out using the Excel
spreadsheet application, and two different scenarios were considered based on the distribution of
lateral loads due to active soil conditions. Rankine's method was used for active and passive earth
pressure computation. For the shear key, three different locations were considered: at the toe,
middle of the base, and heel, and five different depths were considered: 0.4 m, 0.6 m, 0.8 m, 1.0 m,
and 1.2 m. Soil strength properties were taken by referring to the commonly used backfill soil
materials in Sri Lanka. The design soil parameters considered for the analysis were calculated
using BS 8002:1994. From the Limit Equilibrium approach, the values of Factor of Safety (FOS)
against sliding and overturning, varying with the shear key's depth and location, were obtained as
graphical representations. Finite Element Analysis was carried out using PLAXIS 2D software to
analyse the variation of the overall stability with the increasing depth of the shear key and validate
the location of the point of rotation assumed in the limit equilibrium approach. Both the retaining
wall and shear key were modelled as plate elements in PLAXIS 2D.
The results of limit equilibrium analysis suggested that the use of a shear key enhances the stability
of the retaining wall against sliding. The location of the shear key does not influence the stability
of the retaining wall against sliding. It was also found that the increased depth of the shear key
reduces the stability of the retaining wall against overturning, and the optimum location of the
shear key is at the heel of the wall base. Results from the Finite Element Analysis show that the
overall stability of the retaining wall increases with an increase in depth of the shear key. The point
of rotation is assumed to be located underneath the toe of the wall and at a depth of the shear key.
From the Finite Element Analysis, changes in the direction of displacement were visible around
the assumed location of the point of rotation for all three locations of the shear key. Hence, the
assumed location of the point of rotation is reasonable in this study.
